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<br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br /> <br />5 <br /> <br />mark" elevations. <br />Photographs were taken of the study reach of the stream and floodplain <br />to supports Mannin9s "n" values used for hydraulic computations. Values <br />for the rou9hness coefficient, "n" were selected for each cross-section. <br />They were based both on exjsting conditions and post-construction conditions, <br />as appropriate. The study area was modeled as three separate reaches as follows: <br />1. Upper Reach from County Road 19 to the U.S. Hi9hway 6 bridge. <br />2. North Fork Channel between the B.N,R.R. bridge and County Road 23, and <br />3. South Channel between the U.S. bridge and County Road 23. <br />Figures I1I-A and I11-B, Appendix III, show flood profiles under <br />existing conditions (1989 flood) for the Upper Reach, North Fork, and <br />South Channel respectively. Flood peak water surface elevations for <br />valley cross-sections 2, 6, 8, and 9 are plotted in Appendix II. <br />